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STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 3018
October 24, 2018
Client: JK Monarch
Site: Renton/Chelan – Lot 14
930 Chelan Ave NE
Renton, WA 98059
Calculated by: Eric L. Rice, PE
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
Phone: (206) 200-8764
Email: elreng33@gmail.com
Eric L. Rice 10/24/18
Eric L. Rice08/08/17
ELR Engineering Project: 3018
1915 Dayton Ave NE Job No. Figured by: ELR
Renton, WA 98056 Checked by: Date: 10/24/2018 Sheet: 2
phone: (206) 200-8764
email: elreng33@gmail.com
Scope of Work:
ELR Engineering was asked to provide permit submittal structural calculations for a proposed Rueppell Home
Design plan for JK Monarch. Our structural engineering information is shown in these calculations and on the
building designer’s submitted structural sheets. The information in this report conforms to the 2015 International
Building Code as amended by the local jurisdiction. These calculations are applicable and valid only for the site
stated on the cover sheet of these calculations. Questions should be addressed to the undersigned.
Eric L. Rice, PE
ELR Engineering
GENERAL STRUCTURAL NOTES
(Unless noted otherwise on plans and details)
CODES AND SPECIFICATIONS
1. International Building Code (IBC) - 2015 edition with local jurisdiction amendments as applicable
2. ASCE/SEI 7-10 - Minimum Design Loads for Buildings and Other Structures with Supplement
No. 1
3. ANSI AWC NDS-2015/AWC SPDWS 2015/AWC WFCM 2015 - National Design Specification for
Wood Construction with 2015 NDS Supplement/Special Design Provisions for Wind &
Seismic/Wood Frame Construction Manual for One- and Two-Family Dwellings
4. ACI 318-14 - Building Code Requirements for Structural Concrete
5. AISC 360-10/341-10 - Specification for Structural Steel Buildings/Seismic Provisions for
Structural Steel Buildings
6. AWS D1.4/D1.4M-2011/Structural Welding Code
7. TMS 402-2013/ACI 530-13/ASCE 5-13 - Building Code Requirements for Masonry
Structures
DESIGN CRITERIA
1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality
factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust
effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure
coefficient (GCpi) = ± 0.18
2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D,
Ss = 1.398, S1 = 0.526, SDS = 0.932, SD1 = 0.526, Seismic Design Category =
D, Basic seismic-force-resisting system = A.15 per ASCE 7-10 Table 12.2-1,
Seismic response coefficient (CS) = 0.143(orthogonal 1) & 0.143(orthogonal 2),
Response modification factor (R) = 6.5(orthogonal 1) & 6.5(orthogonal 2), Design
procedure used = Equivalent Lateral Force Procedure
3. Roof - Dead: 15 psf (18 psf w/solar panels)
Live: 20 psf
Snow: 25 psf (Ps)
4. Floor - Dead: 12 psf (non-truss), 20 psf (truss)
Live: 40 psf, 60 psf (deck)
5. Soils - Vertical bearing pressure (capacity): 1500 psf
Lateral bearing pressure (capacity): 150 psf/ft of depth
Coefficient of friction (capacity): 0.25 (multiplied by dead load)
Active design lateral load: 40 psf/ft of depth
At-rest design lateral load: 60 psf/ft of depth
STRUCTURAL OBSERVATION
1. Structural observation is required only when specifically designated as being required by the
registered design professional or the building official.
SOIL CONSTRUCTION
1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All
construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings
shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to
verify that the site soils provide the minimum vertical bearing pressure capacity stated above.
PIPE PILES
1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be
galvanized.
2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer’s
requirements.
REINFORCED CONCRETE
1. f'c = 3000 psi(*) at 28 days. Min 5-½ sacks of cement per cubic yard of concrete and
maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is
not required - 3000 psi compressive strength is specified for weathering protection only
- structural design is based on f'c = 2500 psi.
2. Maximum aggregate size is 7/8”. Maximum slump = 4 inches.
3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of
concrete).
4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318.
Proportions of aggregate to cement shall be such as to produce a dense, workable mix
which can be placed without segregation or excess free surface water. Provide 3/4 inch
chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings.
5. No special inspection is required.
6. Vibrate all concrete walls. Segregation of materials shall be prevented.
REINFORCING STEEL
1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318.
2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615.
3. Welded wire mesh shall conform to ASTM A185.
4. Reinforcing steel shall be accurately placed and adequately secured in position. The following
protection for reinforcement shall be provided:
Min Cover
Cast against and permanently exposed to earth - 3"
Exposed to earth or weather - 1.5" for #5 bar and smaller
2" for #6 bar and larger
Slabs and walls at interior face - 1.5"
5. Lap continuous reinforcing bars 32 bar diameters (1’-6” min) in concrete. Corner bars
consisting of 32 bar diameter (1’-6” min) bend shall be provided for all horizontal
reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted
otherwise.
RETAINING WALLS
1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before
backfilling behind retaining walls.
TIMBER
1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance
with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum
criteria:
4x and larger: DF #2 (Fb=875 psi)
3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi)
2. Wall studs shall be:
Bearing walls with 10'-0" maximum stud length
2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling
2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling
2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling
2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling
Non-Bearing walls with maximum stud length noted
2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length
2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length
3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and
(1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and
(1)2x king header support for clear spans exceeding 5'-0".
4. Provide solid blocking in floor space under all posts and wall members connected to
holdowns. Orient blocking such that wood grain in blocking is oriented vertically.
5. Provide double floor joists under all partition walls parallel to floor joists and along the
perimeter of all diaphragm openings.
6. Provide double blocking between floor joists under all partition walls perpendicular to
floor joists.
WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD
1. All wood connectors shall be Simpson or approved equal.
2. All nails shall be common wire nails unless noted otherwise.
3. All nailing shall meet the minimum nailing requirements of Table 2304.10.1 of the International
Building Code.
4. All wood in contact with ground or concrete to be pressure-treated with a wood preservative.
5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following
conditions:
a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces
or unexcavated areas located within the perimeter of the building foundation.
b) Wood framing including sheathing that rest on exterior foundation walls and are less than
8 inches from exposed earth.
c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry.
6. All field-cut ends, notches, and drilled holes of preservative-treated wood shall be treated, for
use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN)
solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the
product manufacturer.
7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors,
1/2" diameter and larger) in contact with any preservative-treated wood shall conform to one
of the following corrosion protection configuration options:
a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316
stainless steel when actual wood preservative retention levels exceed the following levels:
Treatment Retention level (pcf)
ACQ (Alkaline Copper Quat) Greater than 0.40
MCQ (Micronized Copper Quat) Greater than 0.34
CA-B (Copper Azole) Greater than 0.21
CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15
µCA-C (Azole Biocide) Greater than 0.14
b) When actual wood preservative retention levels do not exceed the levels in 7.a) above, all
wood connectors and fasteners shall, at a minimum, be hot-dipped galvanized by one of
the following methods:
i) Continuous hot-dipped galvanizing per ASTM A653, type G185.
ii) Batch or Post hot-dipped galvanizing per ASTM 123 for individual connectors and
as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood
screws and lag screws, may be hot-dipped galvanized as per ASTM B695, Class 55
minimum.
c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an
interior, dry environment shall be permitted.
8. Do not mix stainless steel and hot-dipped galvanized wood connectors and fasteners.
9. All anchor bolts shall be as specified in the general notes on the shearwall schedule.
10. Where a connector strap connects two wood members, install one half of the total required nails
or bolts in each member.
11. All bolts in wood members shall conform to ASTM A307.
12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood.
ANCHORAGE
1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted
otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG-BOLT
2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment
depth requirements.
NAILS
1. Nailing of wood framed members to be in accordance with IBC table 2304.10.1 unless
otherwise noted. Connection designs are based on nails with the following properties:
PENNY WEIGHT DIAMETER (INCHES) LENGTH (INCHES)
8d sinker 0.113 2-3/8
8d common 0.131 2-1/2
10d box 0.131 3
16d sinker 0.148 3-1/4
16d common 0.162 3-1/2
SHEARWALLS
1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the
shearwall schedule. All exterior walls shall be sheathed with 7/16” APA rated sheathing (24/16)
- blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6” OC edges/12” oc field
unless noted otherwise.
2. All headers shall have strap connectors to the top plate each end when the header interrupts
the continuous (2)2x top plate. Use (1)Simpson MSTA24 connector each end unless noted
otherwise.
3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal.
4. All holdown anchors shall be installed as shown on plans and as per manufacturer's
requirements. Holdown anchors may be wet-set or drilled and epoxied (Simpson "SET" epoxy or
approved equal) with prior approval from the Engineer of Record. Provide the full embedment
into concrete as stated on the plans.
FLOOR AND ROOF DIAPHRAGMS
1. Apply 23/32” APA rated Sturd-I-Floor(24” oc) nailed to floor framing members with 0.131"
diameter x 2.5" nails at 6” OC at all supported edges and at 12” OC at interior supports
unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of
sheathing.
2. Apply 7/16” APA rated sheathing(24/16) nailed to roof framing members with 0.113" diameter x
2.5" nails at 6” OC at supported edges and at 12” OC at interior supports unless noted
otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing.
3. Blocking of interior edges is not required unless noted otherwise on the plans.
BUILT-UP WOOD COLUMNS
1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened
per standard detail.
2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams
shall be (3)2x studs gang fastened per standard detail.
MANUFACTURED WOOD TRUSSES
1. Trusses shall be designed, fabricated, and installed in accordance with the “Design Specifications
for Light Metal Plate Connected Wood Trusses” by the Truss Plate Institute.
2. All trusses shall be designed and stamped by a professional engineer licensed in the State of
Washington.
3. Roof trusses shall be fabricated of Douglas Fir-Larch or Hem-Fir.
4. All mechanical connectors shall be IBC approved.
5. Submit design calculations, shop drawings and installation drawings stamped by a licensed
engineer of all trusses to the owner's representative for review and Building Department
approval.
6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in
any way without written approval of the registered design professional.
7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to
transfer the load between the roof sheathing and the shearwall below. This truss shall be
designed to transfer a minimum of 100 plf along the full length of the truss.
8. All temporary and permanent bracing required for the stability of the truss under gravity loads
and in-plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads
transferred to the main building system shall be identified and submitted to the engineer of
record for review.
PARALLEL STRAND LUMBER (PSL)
1. Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of
ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for
columns.
LAMINATED VENEER LUMBER (LVL)
1. Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 -
Fb=2600 psi, E=2.0E6 psi.
2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails
at 12” OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14” or
more.
3. Provide full depth blocking for lateral support at bearing points.
LAMINATED STRAND LUMBER (LSL)
1. Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements
of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for
beams/columns and Fb=1900 psi, E=1.3E6 psi for planks.
GLUED LAMINATED WOOD MEMBERS (GLB)
1. Glued laminated wood beams shall be Douglas Fir, kiln-dried, stress grade combination 24F-V4
(Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans.
2. Fabrication shall be in conformance with ANSI A190.1-12.
3. AITC stamp and certification required on each and every member.
WOOD I-JOISTS
1. Joists by Truss Joists/MacMillan or approved equal.
2. Joists to be erected in accordance with the plans and any Manufacturers drawings and
installation drawings.
3. Construction loads in excess of the design loads are not permitted.
4. Provide erection bracing until sheathing material has been installed.
5. See manufacturer's references for limitations on the cutting of webs and/or flanges.
STEEL CONSTRUCTION
1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other
shapes and plate) unless noted otherwise.
2. All fabrication and erection shall comply with AISC specifications and codes.
3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards.
Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre-qualified
welds (as defined by AWS) shall be used.
MASONRY
1. Construction shall meet the requirements of IBC Chapter 21.
2. Special inspection is not required.
3. All concrete block masonry shall be laid up in running bond and shall have a minimum
compressive strength of f’m = 1500 psi, using Type “S” mortar, f’c = 1800 psi.
4. All cells containing reinforcing bars shall be filled with concrete grout with an f’c = 2000 psi in
maximum lifts of 4’-0”.
5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at
the top of the wall.
6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars
2’-0” past the opening at each side or as far as possible and hook.
7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners
and at each side of all openings unless otherwise shown.
8. Dowels to masonry walls shall be embedded a minimum of 1’-6” or hooked into the supporting
structure and of the same size and spacing as the vertical wall reinforcing.
9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections.
10. Reinforcing steel shall be specified under “REINFORCING STEEL”. Lap all reinforcing
bars 40 bar diameters with a minimum of 1’-6”.
11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall
have (1) #5 @ 48” OC horizontally and (1) #5 @ 48” OC vertically.
12. Embed anchor bolts a minimum of 5”.
GENERAL CONSTRUCTION
1. All materials, workmanship, design, and construction shall conform to the project drawings,
specifications, and the International Building Code.
2. Structural drawings shall be used in conjunction with architectural drawings for bidding and
construction. Contractor shall verify dimensions and conditions for compatibility and shall notify
the architect of any discrepancies prior to construction.
Discrepancies: The contractor shall inform the engineer in writing, during the bidding period,
of any and all discrepancies or omissions noted on the drawings and specifications or of any
variations needed in order to conform to codes, rules and regulations. Upon receipt of such
information, the engineer will send written instructions to all concerned. Any such
discrepancy, omission, or variation not reported shall be the responsibility of the contractor.
3. The contractor shall provide temporary bracing as required until all permanent framing and
connections have been completed.
4. The contractor shall coordinate with the building department for all permits and building
department required inspections.
5. Do not scale drawings. Use only written dimensions.
6. Drawings indicate general and typical details of construction. Where conditions are not specifically
indicated but are of similar character to details shown, similar details of construction shall be
used, subject to review and approval by the architect and the structural engineer.
7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer
for approval prior to fabrication or construction.
8. All structural systems which are to be composed of field erected components shall be supervised
by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with
instructions prepared by the supplier.
9. Contractor shall be responsible for all safety precautions and the methods, techniques,
sequences, or procedures required to perform the work.
10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record,
therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop
drawings prior to submitting for review by the engineer of record. Submissions shall include a
reproducible and one copy. Reproducible will be marked and returned. Re-submittals of
previously submitted shop drawings shall have all changes clouded and dated with a sequential
revision number. Contractor shall review and stamp all revised and resubmitted shop drawings
prior to submittal and review by the engineer of record. In the event of conflict between the
shop drawings and design drawings/specifications, the design drawings/specifications shall
control and be followed.
Shearwall Schedule [(1),(7),(13)] General Notes: (unless noted otherwise) ELR Engineering (1) Wall stud framing is assumed to be as per the general structural notes. 1915 Dayton Ave NE (2) All panel edges are to be supported by framing members - studs, plates and blocking (unless noted otherwise in the table above). Renton, WA 98056 (3) Allowable shears in the table above assume either 1) wall studs at 16" oc with panel long-axis oriented vertically or horizontally and field fastener spacing as per the table above phone: 206.200.8764 or 2) wall studs at 24" oc with panel long-axis oriented horizontally and 6" oc field fastener spacing. email: elreng33@gmail.com (4) Where the full thickness of (2)2x or 3x mudsills are directly connected to wall studs, use (2)0.148" dia.x4" end nails (20d box) per stud. (5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. (6) Where bottom plate attachment specifies 2 or more rows of nails into the wood floor below, provide rim joist(s), joist(s) or blocking that has a minimum total width of 2.5 inches. (7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut ends of the sill plate. Provide a minimum of two anchor bolts per mudsill section. (8) Provide .229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and .229"x3"x4-1/2" plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches min. into concrete. Min. anchor bolt concrete edge dist. (perp. to mudsill) is 1-3/4”. Min. anchor bolt concrete end dist. (parallel to mudsill) is 8”. (9) Use 0.131"dia. x 1-1/2" long nails if connector is in contact with framing. Use 0.131"dia. x 2-1/2" long nails if connector is installed over sheathing. (10) Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints on the rim joist above and/or below or at blocking in wall above and/or below. (11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). (12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. (13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. (14) Shearwall edge nailing is required along full height of all holdown members. At built-up holdown members, distribute edge nailing into all laminations. (15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only and when/where the location of adjoining horz. panel joints meets note (10) requirements. (16) Vertical and horizontal panel joints (where occur) on opposite sides of the wall shall not occur on the same framing member (stud, plate, or blocking) unless that framing member is a 3x member (min.) with panel edge nailing staggered or that framing member is a (2)2x (min.) as per footnote (5) above. (17) Vertical and horizontal panel joints (where occur) shall be located on a 3x framing member (min.) with panel edge nailing staggered or on a (2)2x (min.) framing member as per footnote (5) above. rev. 10.22.18 Mark per plan Sheathing No. sides sheathed Fastener size Edge fastener spacing (14) Field fastener spacing Framing member at adjoining panels (2) Bottom plate when directly on wood (10) Bottom plate nail size Bottom plate nail spacing in each row Bottom plate when directly on concrete (4),(5),(10) Anchor bolt dia. (8) Anchor bolt spacing, (2x sill) (3x sill) Top plate connector (9),(15) Top plate connector spacing (11),(15) ASD Vseismic (12) ASD Vwind (+40%) (12) W6A 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 12” 2x stud & unblocked horz. joints 2x 0.131” dia. x 3” 1-row 12” 2x or 3x 5/8” 72”(2x) 72"(3x) A35 or LTP4 50” 145 plf 203 plf W6B 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 6” 2x stud & unblocked horz. joints 2x 0.131” dia. x 3” 1-row 9” 2x or 3x 5/8” 72”(2x) 72"(3x) A35 or LTP4 36” 193 plf 271 plf W6 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 12”(3) 2x 2x 0.131” dia. x 3” 1-row 7” 2x or 3x 5/8” 68”(2x) 72"(3x) A35 or LTP4 30” 242 plf 339 plf W4 7/16” PLY/OSB 1 0.131” dia. x 2.5” 4” 12”(3) 2x 2x 0.131” dia. x 3” 2-row 10"(6) 2x or 3x 5/8” 47”(2x) 58"(3x) A35 or LTP4 20” 353 plf 495 plf W3 7/16” PLY/OSB 1 0.131” dia. x 2.5” 3” 12”(3) 3x (5, 17) 2x 0.131” dia. x 3” 2-row 8"(6) 2x or 3x 5/8” 36”(2x) 45"(3x) A35 or LTP4 16” 456 plf 638 plf W2 7/16” PLY/OSB 1 0.131” dia. x 2.5" 2” 12”(3) 3x (5, 17) 2x 0.131” dia. x 3” 2-rows 6"(6) 2x or 3x 5/8” 28"(2x) 34"(3x) A35 or LTP4 12” 595 plf 833 plf 2W3 7/16” PLY/OSB 2 0.131” dia. x 2.5" 3” 12”(3) 3x (5, 16) 2x 0.131” dia. x 3” 3-rows 6"(6) 2x or 3x 5/8” 18"(2x) 22"(3x) A35 or LTP4 8” 911 plf 1276 plf 2W2 19/32” PLY/OSB 2 0.131” dia. x 2.5" 2” 12” 3x (5, 16, 17) 2x 0.131” dia. x 3” 3-rows 4"(6) 2x or 3x 5/8” 12"(2x) 15"(3x) A35 or LTP4 5” 1363 plf 1908 plf
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: (206) 200-8764
email: elreng33@gmail.com
Vertical Calculations
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.60"1543 2098 3641 None
2 - Trimmer - HF 3.00"3.00"1.60"1543 2098 3641 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3642 @ 1 1/2"6825 (3.00")Passed (53%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2785 @ 1'6400 Passed (44%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)7290 @ 4' 3"10868 Passed (67%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.134 @ 4' 3"0.275 Passed (L/736)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.233 @ 4' 3"0.412 Passed (L/424)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
ROOF, 1MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 7.7
1 - Uniform (PSF)0 to 8' 6"19' 9"18.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 2 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1137 1543 2680 None
2 - Trimmer - HF 1.50"1.50"1.50"1137 1543 2680 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2680 @ 0 3281 (1.50")Passed (82%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1911 @ 10 3/4"4468 Passed (43%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4187 @ 3' 1 1/2"5166 Passed (81%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.046 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.080 @ 3' 1 1/2"0.313 Passed (L/941)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
ROOF, 2MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 8.2
1 - Uniform (PSF)0 to 6' 3"19' 9"18.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 3 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"361 464 825 None
2 - Trimmer - HF 1.50"1.50"1.50"361 464 825 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)825 @ 0 3281 (1.50")Passed (25%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)679 @ 8 3/4"3502 Passed (19%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1701 @ 4' 1 1/2"3438 Passed (49%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.066 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.117 @ 4' 1 1/2"0.313 Passed (L/845)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (5/16").
Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
ROOF, 4MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 3"N/A 6.4
1 - Uniform (PSF)0 to 8' 3"4' 6"18.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 4 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"515 696 1211 None
2 - Trimmer - HF 3.00"3.00"1.50"402 539 941 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1211 @ 1 1/2"6563 (3.00")Passed (18%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)921 @ 10 1/4"3502 Passed (26%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1637 @ 2' 1"3438 Passed (48%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.015 @ 2' 2 11/16"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.026 @ 2' 2 11/16"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 6" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
ROOF, 5MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 6"N/A 6.4
1 - Uniform (PSF)0 to 2' 1"7' 9"18.0 25.0 Snow
2 - Uniform (PSF)2' 1" to 4' 6"4'18.0 25.0 Snow
3 - Point (lb)2' 1"N/A 424 589
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 5 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 11 7/8" TJI® 210 @ 16" OC
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
¹ See Connector grid below for additional information and/or requirements.
² Required Bearing Length / Required Bearing Length with Web Stiffeners
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Stud wall - HF 3.50"3.50"1.75"162 540 702 Blocking
2 - Hanger on 11 7/8" PSL beam 5.50"Hanger¹1.75" / 1.75" ²166 553 719 See note ¹
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)688 @ 20' 1/2"1005 (1.75")Passed (68%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)688 @ 20' 1/2"1655 Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3409 @ 10' 1 1/2"3795 Passed (90%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.527 @ 10' 1 1/2"0.661 Passed (L/452)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.685 @ 10' 1 1/2"0.992 Passed (L/348)--1.0 D + 1.0 L (All Spans)
TJ-ProRating 36 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 3' 10" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 1" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgePanel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TJ-ProRating include: 5/8" Gypsum ceiling.
FLOOR-2, 1MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger IUS2.06/11.88 2.00"N/A 10-10d 2-Strong-Grip None
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 20' 6"16"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 6 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Stud wall - HF 5.50"5.50"3.50"385 595 116 1096 Blocking
2 - Stud wall - HF 5.50"5.50"1.75"106 457/-12 -16 563/-28 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)980 @ 2' 8 3/4"2350 (5.25")Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)531 @ 19' 1/2"1560 Passed (34%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)2081 @ 11' 4 1/2"3160 Passed (66%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.290 @ 10' 11 1/8"0.547 Passed (L/677)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.333 @ 11' 1 1/16"0.820 Passed (L/590)--1.0 D + 1.0 L (Alt Spans)
TJ-ProRating 47 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 3' 11" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgePanel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TJ-ProRating include: 5/8" Gypsum ceiling.
Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required at the left end of the member. See
literature detail (PB1) for clarification.
FLOOR-2, 2MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Dead Floor Live Snow
Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 19' 6"16"12.0 40.0 -Residential - Living
Areas
2 - Point (PLF)2 3/4"16"80.0 --
3 - Point (PLF)2 3/4"16"36.0 -50.0
4 - Point (PLF)0 16"18.0 -25.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 7 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 11 7/8" TJI® 210 @ 16" OC
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Stud wall - HF 3.50"3.50"1.75"163 542 705 Blocking
2 - Stud wall - HF 5.50"4.25"1.75"165 551 716 1 1/4" Rim Board
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)709 @ 20' 1 1/2"1460 (3.50")Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)685 @ 3 1/2"1655 Passed (41%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3438 @ 10' 2"3795 Passed (91%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.535 @ 10' 2"0.664 Passed (L/447)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.696 @ 10' 2"0.996 Passed (L/344)--1.0 D + 1.0 L (All Spans)
TJ-ProRating 35 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 3' 10" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 5" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgePanel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TJ-ProRating include: 5/8" Gypsum ceiling.
FLOOR-2, 3MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 20' 6"16"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 8 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Stud wall - HF 5.50"5.50"3.50"362 505 135 1002 Blocking
2 - Stud wall - HF 5.50"5.50"1.75"124 457/-2 -9 581/-11 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)581 @ 17' 7 1/2"1375 (3.50")Passed (42%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)549 @ 17' 6 1/2"1560 Passed (35%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)2221 @ 9' 7 7/16"3160 Passed (70%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.290 @ 9' 5 1/8"0.547 Passed (L/677)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.359 @ 9' 5 15/16"0.820 Passed (L/549)--1.0 D + 1.0 L (Alt Spans)
TJ-ProRating 47 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 3' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 4" o/c unless detailed otherwise.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgePanel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TJ-ProRating include: 5/8" Gypsum ceiling.
FLOOR-2, 4MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Dead Floor Live Snow
Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 18'16"12.0 40.0 -Residential - Living
Areas
2 - Point (PLF)2 3/4"16"80.0 --
3 - Point (PLF)2 3/4"16"36.0 -50.0
4 - Point (PLF)0 16"32.0 -45.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 9 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Stud wall - HF 5.50"4.25"3.26"1465 3230 589 5284 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"3.26"1465 3230 589 5284 1 1/4" Rim Board
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4618 @ 4"6024 (4.25")Passed (77%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3181 @ 1' 5 3/8"8035 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)10723 @ 5' 8"19902 Passed (54%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.175 @ 5' 8"0.356 Passed (L/732)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.231 @ 5' 8"0.533 Passed (L/553)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 11' 2" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 2" o/c unless detailed otherwise.
FLOOR-2, 6MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)1 1/4" to 11' 2 3/4"N/A 13.0
1 - Uniform (PSF)0 to 11' 4" (Back)4' 1 1/2"12.0 40.0 -Residential - Living
Areas
2 - Uniform (PSF)0 to 11' 4" (Top)10' 1 1/2"12.0 40.0 -Residential - Living
Areas
3 - Point (lb)2 3/4" (Top)N/A 424 -589
4 - Point (lb)11' 1 1/4" (Top)N/A 424 -589
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 10 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"504 1593 2097 Blocking
2 - Column - HF 3.00"3.00"1.50"504 1593 2097 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2097 @ 1 1/2"6563 (3.00")Passed (32%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1438 @ 1' 1/4"3885 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3150 @ 3' 3"4492 Passed (70%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.046 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.060 @ 3' 3"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 6' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 6" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-2, 7MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 6"N/A 8.2
1 - Uniform (PSF)0 to 6' 6" (Top)12' 3"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 11 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"362 1143 1505 Blocking
2 - Column - HF 3.00"3.00"1.50"362 1143 1505 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1505 @ 1 1/2"6563 (3.00")Passed (23%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)847 @ 1' 1/4"3885 Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1573 @ 2' 4"4492 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.011 @ 2' 4"0.147 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.015 @ 2' 4"0.221 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 8" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-2, 8MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 4' 8"N/A 8.2
1 - Uniform (PSF)0 to 4' 8" (Top)12' 3"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 12 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 5 1/4" x 16" 2.2E Parallam® PSL
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Beam - PSL 5.25"5.25"2.07"3372 3430 6802 Blocking
2 - Column - DF 5.50"5.50"2.71"4246 4642 8888 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)8888 @ 16' 8"18047 (5.50")Passed (49%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)7061 @ 15' 2 1/2"18676 Passed (38%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)35821 @ 8' 3 7/16"60297 Passed (59%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.248 @ 8' 6 5/16"0.545 Passed (L/792)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.474 @ 8' 6 1/4"0.818 Passed (L/414)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 17' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' o/c unless detailed otherwise.
FLOOR-2, 12MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 17'N/A 26.3
1 - Uniform (PSF)0 to 17' (Top)8'10.0 -
2 - Uniform (PSF)6' 3" to 17' (Top)19' 9"18.0 25.0
3 - Point (lb)6' 3" (Top)N/A 1081 1502
4 - Uniform (PSF)0 to 6' 3" (Top)4'18.0 25.0
5 - Uniform (PSF)0 to 17' (Top)1' 6"18.0 25.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 13 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - HF 5.50"5.50"1.50"486 669 1155 Blocking
2 - Column - HF 5.50"5.50"1.50"1674 2079 3753 Blocking
3 - Column - HF 5.50"5.50"1.50"587 770 1357 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3753 @ 11' 4"19663 (5.50")Passed (19%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1694 @ 12' 3 3/4"10057 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)3160 @ 18' 9 5/16"17078 Passed (19%)1.15 1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-lbs)-4430 @ 11' 4"13164 Passed (34%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.073 @ 18' 1 1/16"0.621 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.121 @ 18' 2 5/16"0.828 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch: 0/12
Deflection criteria: LL (L/240) and TL (L/180).
Top Edge Bracing (Lu): Top compression edge must be braced at 24' 1" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 1" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 11 5/16".
Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 11 5/16".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
FLOOR-2, 16MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 24' 1"N/A 12.0
1 - Uniform (PSF)0 to 24' 1" (Top)5' 8"18.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 14 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"2299 2583 1302 6184 None
2 - Trimmer - HF 3.00"3.00"1.50"2299 2583 1302 6184 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5212 @ 1 1/2"10725 (3.00")Passed (49%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4003 @ 1' 1 1/2"10203 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)14651 @ 6' 3"20213 Passed (72%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.247 @ 6' 3"0.408 Passed (L/594)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.442 @ 6' 3"0.613 Passed (L/332)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 12' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 3".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
FLOOR-2, 17MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 6"N/A 14.0
1 - Uniform (PSF)0 to 12' 6"8'10.0 --
2 - Uniform (PSF)0 to 12' 6"4' 6"18.0 -25.0
3 - Uniform (PSF)0 to 12' 6"3' 10"18.0 -25.0
4 - Uniform (PLF)0 to 12' 6"N/A 123.8 413.3 -Linked from: 3,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 15 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"746 681 258 1685 None
2 - Trimmer - HF 1.50"1.50"1.50"746 681 258 1685 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1450 @ 0 3281 (1.50")Passed (44%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1175 @ 8 3/4"3045 Passed (39%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2943 @ 4' 1 1/2"2989 Passed (98%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.100 @ 4' 1 1/2"0.275 Passed (L/990)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.206 @ 4' 1 1/2"0.313 Passed (L/480)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (5/16").
Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-2, 18MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 3"N/A 6.4
1 - Uniform (PSF)0 to 8' 3"4' 1 1/2"12.0 40.0 -Residential - Living
Areas
2 - Uniform (PSF)0 to 8' 3"8'10.0 --
3 - Uniform (PSF)0 to 8' 3"2' 6"18.0 -25.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 16 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.93"1875 2300 1049 5224 None
2 - Trimmer - HF 3.00"3.00"1.50"1381 930 977 3288 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4387 @ 1 1/2"6825 (3.00")Passed (64%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)3994 @ 1' 1 1/2"6493 Passed (62%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)9414 @ 2' 6"12863 Passed (73%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.097 @ 3' 11 3/16"0.275 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.172 @ 3' 11 3/4"0.412 Passed (L/576)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
FLOOR-2, 19MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 8.9
1 - Uniform (PSF)0 to 8' 6"8'10.0 --
2 - Uniform (PSF)0 to 2' 6"4'18.0 -25.0
3 - Uniform (PSF)2' 6" to 8' 6"7' 11"18.0 -25.0
4 - Point (lb)2' 6"N/A 1465 3230 589 Linked from: 6,
Support 1
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 17 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 5 1/4" x 16" 2.2E Parallam® PSL
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Column - DF 5.50"5.50"2.49"3723 3905 2010 9638 Blocking
2 - Column - DF 5.50"5.50"4.40"7243 3994 5592 16829 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)14433 @ 19' 2"18047 (5.50")Passed (80%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)6473 @ 1' 9 1/2"16240 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)35116 @ 9' 7 7/16"52432 Passed (67%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.348 @ 9' 8 3/16"0.628 Passed (L/650)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.633 @ 9' 8 1/8"0.942 Passed (L/357)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 19' 6" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 6" o/c unless detailed otherwise.
FLOOR-2, 13MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 6"N/A 26.3
1 - Uniform (PSF)0 to 4' 2" (Top)8' 6"12.0 40.0 -
2 - Uniform (PSF)0 to 4' 2" (Top)8'10.0 --
3 - Uniform (PSF)0 to 4' 2" (Top)5' 4"18.0 -25.0
4 - Point (lb)4' 5" (Top)N/A 501 -697
5 - Point (lb)19' 3 1/4" (Top)N/A 501 -697
6 - Point (lb)4' 2" (Top)N/A 293 -406
7 - Point (lb)14' 2" (Top)N/A 293 -406
8 - Uniform (PLF)4' 2" to 14' 2"
(Top)N/A 288.8 446.3 87.0 Linked from: 2,
Support 1
9 - Uniform (PLF)14' 2" to 19' 6"
(Top)N/A 271.5 378.8 101.3 Linked from: 4,
Support 1
10 - Point (lb)19' 3 1/4" (Top)N/A 3372 -3430 Linked from: 12,
Support 1
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 18 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"624 680 1304 None
2 - Trimmer - HF 3.00"3.00"1.50"624 680 1304 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1305 @ 1 1/2"10725 (3.00")Passed (12%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1110 @ 1' 3"13409 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)5302 @ 8' 4 1/2"30360 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.095 @ 8' 4 1/2"0.550 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.182 @ 8' 4 1/2"0.825 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 16' 9" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 9" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 6".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
FLOOR-2, 14MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 9"N/A 16.0
1 - Uniform (PSF)0 to 16' 9"3' 3"18.0 25.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 19 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
¹ See Connector grid below for additional information and/or requirements.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Stud wall - HF 3.50"3.50"1.50"301 741 1042 Blocking
2 - Hanger on 11 7/8" TJI 3.50"Hanger¹1.50"28 230/-148 258/-148 See note ¹
Left cantilever length exceeds 1/3 member length or 1/2 back span length.
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1042 @ 2' 11 3/4"4961 (3.50")Passed (21%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)378 @ 1' 10 1/8"8035 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-982 @ 2' 11 3/4"19902 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.009 @ 0 0.200 Passed
(2L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.012 @ 0 0.298 Passed
(2L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (0.2") and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 7' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' o/c unless detailed otherwise.
FLOOR-2, 20MEMBER REPORT FAILED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger HU412 2.50"N/A 16-10d 6-10d Backer Block(s)
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 7'N/A 13.0
1 - Uniform (PSF)0 to 7' 3 1/2"
(Back)1' 11"12.0 40.0 Residential - Living
Areas
2 - Point (lb)1 3/4" (Back)N/A 39 131
3 - Uniform (PSF)2' 10" to 7' 3 1/2"
(Back)7"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 20 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"530 1787 2317 Blocking
2 - Column - HF 3.00"3.00"1.50"694 2560 3254 Blocking
3 - Column - HF 3.00"3.00"1.50"655 2493 3148 Blocking
4 - Column - HF 3.00"3.00"1.50"668 2504 3172 Blocking
5 - Column - HF 3.00"3.00"1.50"655 2493 3148 Blocking
6 - Column - HF 3.00"3.00"1.50"694 2560 3254 Blocking
7 - Column - HF 3.00"3.00"1.50"530 1787 2317 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3254 @ 7'6563 (3.00")Passed (50%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1273 @ 6' 3 1/4"3045 Passed (42%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1638 @ 7'2989 Passed (55%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.029 @ 4' 3 1/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.028 @ 35'0.200 Passed
(2L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (0.2").
Top Edge Bracing (Lu): Top compression edge must be braced at 35' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 35' o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-1, 1MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 35'N/A 6.4
1 - Uniform (PSF)0 to 35' (Top)10'12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 21 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.95"1307 2962 4269 Blocking
2 - Column - HF 3.00"3.00"1.50"340 1047/-195 1387/-195 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4269 @ 1' 9"6563 (3.00")Passed (65%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1871 @ 2' 5 3/4"3045 Passed (61%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2475 @ 4' 2 9/16"2989 Passed (83%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.051 @ 4' 3 13/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.066 @ 4' 4 1/8"0.262 Passed (L/958)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 7' 2" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 2" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-1, 2MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 7' 1 1/2"N/A 6.4
1 - Uniform (PSF)0 to 7' 1 1/2" (Top)5'12.0 40.0
2 - Uniform (PSF)0 to 5' 1" (Top)9'10.0 -
3 - Uniform (PSF)0 to 5' 1" (Top)11' 9"12.0 40.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 22 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.68"1147 2519 3666 Blocking
2 - Column - HF 3.00"3.00"1.63"958 2605 3563 Blocking
3 - Column - HF 3.00"3.00"1.50"732 2067 2799 Blocking
4 - Column - HF 3.00"3.00"1.50"413 1244/-91 1657/-91 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3666 @ 1' 9"6563 (3.00")Passed (56%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1874 @ 6' 3 1/4"3045 Passed (62%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)1991 @ 4' 1 13/16"2989 Passed (67%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.040 @ 4' 3 1/8"0.175 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.050 @ 4' 3 1/4"0.262 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 17' 8" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 8" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-1, 3MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 17' 7 1/2"N/A 6.4
1 - Uniform (PSF)0 to 17' 7 1/2"
(Top)6' 6"12.0 40.0
2 - Uniform (PSF)0 to 6' 7" (Top)9'10.0 -
3 - Uniform (PSF)9' 9" to 12' 1"
(Top)9'10.0 -
4 - Uniform (PSF)0 to 6' 7" (Top)7' 8"12.0 40.0
5 - Uniform (PSF)9' 9" to 12' 1"
(Top)1' 11"12.0 40.0
6 - Point (lb)16' 6 1/2" (Top)N/A 301 741 Linked from: 20,
Support 1
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 23 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"2.01"1331 3076 4407 Blocking
2 - Column - HF 3.00"3.00"2.30"1216 3817/-150 5033/-150 Blocking
3 - Column - HF 3.00"3.00"1.62"845 2693/-22 3538/-22 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5034 @ 7'6563 (3.00")Passed (77%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2293 @ 6' 3 1/4"3045 Passed (75%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2405 @ 7'2989 Passed (80%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.042 @ 4' 2 1/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.042 @ 11'0.200 Passed (2L/992)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (0.2").
Top Edge Bracing (Lu): Top compression edge must be braced at 11' o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-1, 5MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 11'N/A 6.4
1 - Uniform (PSF)0 to 11' (Top)8' 10"12.0 40.0
2 - Uniform (PSF)0 to 11' (Top)9'10.0 -
3 - Uniform (PSF)0 to 11' (Top)8' 10"12.0 40.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 24 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.59"1100 2371 3471 Blocking
2 - Column - HF 3.00"3.00"1.99"1150 3212 4362 Blocking
3 - Column - HF 3.00"3.00"1.50"286 1728/-339 2014/-339 Blocking
4 - Column - HF 3.00"3.00"1.50"260 1130/-126 1390/-126 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4362 @ 7'6563 (3.00")Passed (66%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1847 @ 6' 3 1/4"3045 Passed (61%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2136 @ 7'2989 Passed (71%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.035 @ 4' 2 13/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.044 @ 4' 2 15/16"0.262 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 16' 2" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 2" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-1, 4MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 16' 2"N/A 6.4
1 - Uniform (PSF)0 to 16' 2" (Top)6' 9"12.0 40.0
2 - Uniform (PSF)0 to 6' 7" (Top)9'10.0 -
3 - Uniform (PSF)0 to 9' 9" (Top)6' 9"12.0 40.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 25 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"219 849/-211 1068/-211 Blocking
2 - Column - HF 3.00"3.00"2.67"1629 4219 5848 Blocking
3 - Column - HF 3.00"3.00"2.92"1727 4652 6379 Blocking
4 - Column - HF 3.00"3.00"2.95"1717 4726 6443 Blocking
5 - Column - HF 3.00"3.00"2.94"1696 4740 6436 Blocking
6 - Column - HF 3.00"3.00"3.05"1792 4873 6665 Blocking
7 - Column - HF 3.00"3.00"2.18"1369 3402 4771 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6664 @ 26' 4 1/2"6563 (3.00")Passed (102%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2421 @ 27' 3 1/4"3885 Passed (62%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-3331 @ 26' 4 1/2"4492 Passed (74%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.026 @ 29' 1 7/16"0.175 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.025 @ 33' 4 1/2"0.200 Passed
(2L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (0.2").
Top Edge Bracing (Lu): Top compression edge must be braced at 33' 5" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 33' 5" o/c unless detailed otherwise.
Applicable calculations are based on NDS.
FLOOR-1, 6MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 33' 4 1/2"N/A 8.2
1 - Uniform (PSF)0 to 33' 4 1/2"
(Top)6' 8"12.0 40.0 Residential - Living
Areas
2 - Uniform (PSF)3' 2" to 33' 4 1/2"
(Top)9'10.0 -
3 - Uniform (PSF)3' 2" to 33' 4 1/2"
(Top)12' 4 1/2"12.0 40.0
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 26 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Plate on concrete - HF 5.50"4.00"1.50"113 378 491 1 1/2" Rim Board
2 - Beam - DF 3.50"3.50"1.50"111 369 480 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)480 @ 13' 9 1/2"2126 (3.50")Passed (23%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)406 @ 1' 2 3/4"1388 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1560 @ 7' 1"1917 Passed (81%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.302 @ 7' 1"0.447 Passed (L/533)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.393 @ 7' 1"0.671 Passed (L/410)--1.0 D + 1.0 L (All Spans)
TJ-ProRating N/A N/A ------
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Deflection criteria: LL (L/360) and TL (L/240).
Top Edge Bracing (Lu): Top compression edge must be braced at 5' 10" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 11" o/c unless detailed otherwise.
A 15% increase in the moment capacity has been added to account for repetitive member usage.
Applicable calculations are based on NDS.
No composite action between deck and joist was considered in analysis.
FLOOR-1, 7MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 14'16"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
10/24/2018 8:54:30 AM
Page 27 of 27
3018.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 3108
Wood Column
Licensee : ELR EngineeringLic. # : KW-06010691
Description :))> UPPER FLOOR framing member = post for 13 right
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 3:46PM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
.Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Wood Section Name 6x6Analysis Method :
9.0Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir - Larch
Wood Grade No.2
Fb +875.0
875.0psi
600.0
625.0
170.0
425.0
31.20
psi Fv psi
Fb -Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,300.0
470.0
1,300.0
470.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,300.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi NoMinimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for Y-Y Axis buckling = 9.0 ft, K = 1.0
Unbraced Length for X-X Axis buckling = 9.0 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 58.988 lbs * Dead Load FactorAXIAL LOADS . . .
Axial Load at 9.0 ft, D = 7.243, L = 3.994, S = 5.592 k .DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.8656
Location of max.above base 0.0 ft
Applied Axial 14.491 k
Applied Mx 0.0 k-ft
Load Combination +D+0.750L+0.750S
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
272.0Allowable Shear psi
0.0 : 1 Bending Compression Tension
Location of max.above base 9.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc'
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 553.43 psi Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 9.0 ft0.854 ft0.5233+D+L 1.000 PASS PASS0.0 0.0 9.0 ft0.834 ft0.7465+D+S 1.150 PASS PASS0.0 0.0 9.0 ft0.802 ft0.7702+D+0.750L 1.250 PASS PASS0.0 0.0 9.0 ft0.781 ft0.5815+D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 9.0 ft0.802 ft0.8656+0.60D 1.600 PASS PASS0.0 0.0 9.0 ft0.706 ft0.2138
.
Wood Column
Licensee : ELR EngineeringLic. # : KW-06010691
Description :))> UPPER FLOOR framing member = post for 13 right
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 3:46PM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
Sketches
General Footing
Licensee : ELR EngineeringLic. # : KW-06010691
Description :))> Footing for 13 right
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 24 OCT 2018, 8:48AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties Soil Design Values 1.50
Analysis Settings
150.0ksiNo ksfAllowable Soil Bearing ==2.5040.02,850.0150.0 =0.250
Flexure =0.90
Shear =
ValuesM
0.00180
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure Yes:
Use Pedestal wt for stability, mom & shear Yes:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than =ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight =pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf
=
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 3.50 ft
Length parallel to Z-Z Axis
=
3.50 ft
=Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight==
in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.250
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4Number of Bars =5.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4Number of Bars =5.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
7.243 3.994 5.592
D Lr
ksf
L S
P : Column LoadOB : Overburden =k
W E
M-zz
V-x ==kV-z k
M-xx =k-ft=k-ft
H
=
General Footing
Licensee : ELR EngineeringLic. # : KW-06010691
Description :))> Footing for 13 right
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 24 OCT 2018, 8:48AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.8853 Soil Bearing 1.328 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.3359 Z Flexure (+X)2.454 k-ft/ft 7.308 k-ft/ft +1.20D+0.50L+1.60S
PASS 0.3359 Z Flexure (-X)2.454 k-ft/ft 7.308 k-ft/ft +1.20D+0.50L+1.60S
PASS 0.3359 X Flexure (+Z)2.454 k-ft/ft 7.308 k-ft/ft +1.20D+0.50L+1.60S
PASS 0.3359 X Flexure (-Z)2.454 k-ft/ft 7.308 k-ft/ft +1.20D+0.50L+1.60S
PASS 0.2066 1-way Shear (+X)15.495 psi 75.0 psi +1.20D+0.50L+1.60S
PASS 0.2066 1-way Shear (-X)15.495 psi 75.0 psi +1.20D+0.50L+1.60S
PASS 0.2066 1-way Shear (+Z)15.495 psi 75.0 psi +1.20D+0.50L+1.60S
PASS 0.2066 1-way Shear (-Z)15.495 psi 75.0 psi +1.20D+0.50L+1.60S
PASS 0.4103 2-way Punching 61.552 psi 150.0 psi +1.20D+0.50L+1.60S
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: (206) 200-8764
email: elreng33@gmail.com
Lateral Calculations
ASCE Seismic Base Shear
Licensee : ELR EngineeringLic. # : KW-06010691
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 10:44AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
Risk Category
ASCE 7-10, Page 2, Table 1.5-1
Calculations per ASCE 7-10
"II" : All Buildings and other structures except those listed as Category I, III, and IVRisk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-10, Page 5, Table 1.5-2
> Seismic load design values
Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1
Longitude =122.157 deg West
Latitude =47.500 deg NorthMax. Ground Motions, 5% Damping :
S =1.398S g, 0.2 sec response
S 0.52621 g, 1.0 sec response=
Site Class, Site Coeff. and Design Category
Site Classification ASCE 7-10 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-10 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.00
Fv =1.50
Maximum Considered Earthquake Acceleration ASCE 7-10 Eq. 11.4-1S = Fa * Ss 1.398=MSS = Fv * S1 =0.789M1 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-10 Eq. 11.4-3S = S * 2/3 =0.932DSMS
=0.526 ASCE 7-10 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-10 Table 11.6-1 & -2=D
Resisting System ASCE 7-10 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
13.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-10 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50 Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=3.00 Category "C" Limit:No LimitDeflection Amplification Factor " Cd "=4.00 Category "D" Limit:Limit = 65
Category "E" Limit:Limit = 65
Category "F" Limit:Limit = 65
Lateral Force Procedure ASCE 7-10 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =24.250 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
6.000"TL" : Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 sec
Ta = Ct * (hn ^ x) =0.219
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected =0.219 sec
" Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1
S : Short Period Design Spectral Response 0.932
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.143From Eq. 12.8-2, Preliminary Cs =
0.370From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.041
DS
=Cs : Seismic Response Coefficient =0.1434
=
=
Seismic Base Shear ASCE 7-10 Section 12.8.1
W ( see Sum Wi below ) =95.09 kCs =0.1434 from 12.8.1.1
Seismic Base Shear V = Cs * W =13.63 k
ASCE Seismic Base Shear
Licensee : ELR EngineeringLic. # : KW-06010691
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 10:44AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
2 42.54 19.84 843.99 0.5981 8.16 8.16 0.00
1 52.55 10.79 567.01 0.4019 5.48 13.63 73.81
Sum Wi =95.09 k Total Base Shear =13.63 k
Base Moment =
1,411.01 k-ftSum Wi * Hi =
220.9k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-10 12.10.1.1
Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
2 42.54 8.16 8.16 42.54 8.16 7.93 15.86 8.16 8.16
1 52.55 5.48 13.63 95.09 7.53 9.80 19.59 9.80 9.80
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 10:50AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
> ASCE 7-10 wind forces
Basic Values
2
110.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
59.0
39.50
24.250
Risk Category
V : Basic Wind Speed
per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) =
Exposure Category per ASCE 7-10 Section 26.7
h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-10 Table 26.6-1
Horizontal Dim. in East-West Direction (B or L) =ft
North :East :
South :West :
Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1
North :K1 =K2 =K3 =Kzt =
East :K1 =K2 =K3 =
West :K1 =K2 =K3 =
Kzt =1.000
Kzt =1.000
User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions.
Building Period & Flexibility Category
1.000
ft
South :K1 =K2 =K3 =Kzt =1.000
Building Story Data
Level Description
hi E : XStory Ht E : XR
ft ft
R
ftft
Upper 9.0519.84 0.000 0.000
Lower 10.7910.79 0.000 0.000
Gust Factor For wind coming from direction indicated
North =
East =0.850 West =0.850
0.850 South =0.850
Enclosure
Check if Building Qualifies as "Open"
784.0 784.0 1,171.0 1,171.0
ft^2
Roof Total
2,052.0 ft^2 5,962.0 ft^2
ft^2 0.0 ft^2
North Wall South Wall East Wall West Wall
ft^2Agrossft^2 ft^2 ft^2
Aopenings ft^2 ft^2 ft^2
Aopenings >= 0.8 * Agross ?No No No No
Building does NOT qualify as "Open"All four Agross values must be non-zero
User has specified the Building is to be considered Enclosed when NORTH elevation receives positive external pressure
User has specified the Building is to be considered Enclosed when SOUTH elevation receives positive external pressure
User has specified the Building is to be considered Enclosed when EAST elevation receives positive external pressure
User has specified the Building is to be considered Enclosed when WEST elevation receives positive external pressure
Velocity Pressures
psf
When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3-1) :
North Wall =0.6593 South Wall =0.6593 psf East Wall =0.6593psf West Wall =0.6593psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :
North Wall =17.358 psf South Wall =17.358 psf East Wall =17.358psf West Wall =17.358psf
qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1
Height Above Base (ft)
North Elevation East Elevation West Elevation
Kz qz Kz qzKzqzKzqz
South Elevation
0.575 15.130.00 0.57515.13 15.13 15.130.5750.575
0.575 15.135.00 0.57515.13 15.13 15.130.5750.575
0.575 15.1310.00 0.57515.13 15.13 15.130.5750.575
0.575 15.1315.00 0.57515.13 15.13 15.130.5750.575
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 10:50AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
0.624 16.4320.00 0.62416.43 16.43 16.430.6240.624
Pressure Coefficients GCpi Values when elevation receives positive external pressure
0.80 0.80 0.80 0.80
-0.430 -0.430 -0.50 -0.50
-0.70 -0.70 -0.70 -0.70
GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1
North South East West
0.180+/-0.180 0.180 0.180+/-
Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls
Cp Values when elevation receives positive external pressure
Windward Wall
East WestSouth
Leeward Wall
Side Walls
North
+/-+/-
User Defined Roof locations and Net Directional Pressure Coefficients : Cp or Cn
Cp or Cn Values when the indicated building elevation receives positive external pressure
Description North South East West
-0.10Perp: windward -0.10
-0.60Perp: leeward -0.60
Parallel: 0 to h/2 -0.90 -0.90
Parallel: h/2 to h -0.90 -0.90
Parallel: h to 2h -0.50 -0.50
Parallel: > 2h -0.30 -0.30
0.350Perp: windward 0.350
Parallel: 0 to > 2h -0.180 -0.180
Story Forces for Design Wind Load Cases
Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.
Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k)
In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height
CASE 1 ---Level 2 -3.06 ------4.5315.32' -> 19.84'---North
CASE 1 ---Level 1 -6.52 ------9.925.40' -> 15.32'---North
CASE 1 ---Level 2 3.06 ------4.5315.32' -> 19.84'---South
CASE 1 ---Level 1 6.52 ------9.925.40' -> 15.32'---South
CASE 1 ---Level 2 ----4.84 ---4.5315.32' -> 19.84'---East
CASE 1 ---Level 1 ----10.34 ---9.925.40' -> 15.32'---East
CASE 1 ---Level 2 ---4.84 ---4.5315.32' -> 19.84'---West
CASE 1 ---Level 1 ---10.34 ---9.925.40' -> 15.32'---West
CASE 2 +/- 13.6Level 2 -2.29 ---5.934.5315.32' -> 19.84'---North
CASE 2 +/- 29.0Level 1 -4.89 ---5.939.925.40' -> 15.32'---North
CASE 2 +/- 13.6Level 2 2.29 ---5.934.5315.32' -> 19.84'---South
CASE 2 +/- 29.0Level 1 4.89 ---5.939.925.40' -> 15.32'---South
CASE 2 +/- 32.1Level 2 ----3.63 ---4.5315.32' -> 19.84'8.85East
CASE 2 +/- 68.6Level 1 ----7.76 ---9.925.40' -> 15.32'8.85East
CASE 2 +/- 32.1Level 2 ---3.63 ---4.5315.32' -> 19.84'8.85West
CASE 2 +/- 68.6Level 1 ---7.76 ---9.925.40' -> 15.32'8.85West
CASE 3 ---Level 2 -2.29 -3.63 ---4.5315.32' -> 19.84'---North & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 10:50AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
CASE 3 ---Level 1 -4.89 -7.76 ---9.925.40' -> 15.32'---North & East
CASE 3 ---Level 2 -2.29 3.63 ---4.5315.32' -> 19.84'---North & West
CASE 3 ---Level 1 -4.89 7.76 ---9.925.40' -> 15.32'---North & West
CASE 3 ---Level 2 2.29 3.63 ---4.5315.32' -> 19.84'---South & West
CASE 3 ---Level 1 4.89 7.76 ---9.925.40' -> 15.32'---South & West
CASE 3 ---Level 2 2.29 -3.63 ---4.5315.32' -> 19.84'---South & East
CASE 3 ---Level 1 4.89 -7.76 ---9.925.40' -> 15.32'---South & East
CASE 4 +/- 34.3Level 2 -1.72 -2.73 5.934.5315.32' -> 19.84'8.85North & East
CASE 4 +/- 73.3Level 1 -3.67 -5.82 5.939.925.40' -> 15.32'8.85North & East
CASE 4 +/- 34.3Level 2 -1.72 2.73 5.934.5315.32' -> 19.84'8.85North & West
CASE 4 +/- 73.3Level 1 -3.67 5.82 5.939.925.40' -> 15.32'8.85North & West
CASE 4 +/- 34.3Level 2 1.72 2.73 5.934.5315.32' -> 19.84'8.85South & West
CASE 4 +/- 73.3Level 1 3.67 5.82 5.939.925.40' -> 15.32'8.85South & West
CASE 4 +/- 34.3Level 2 1.72 -2.73 5.934.5315.32' -> 19.84'8.85South & East
CASE 4 +/- 73.3Level 1 3.67 -5.82 5.939.925.40' -> 15.32'8.85South & East
Min per ASCE 27.4.7 ---Level 2 -2.86 ------4.5315.32' -> 19.84'---North
Min per ASCE 27.4.7 ---Level 1 -6.27 ------9.925.40' -> 15.32'---North
Min per ASCE 27.4.7 ---Level 2 2.86 ------4.5315.32' -> 19.84'---South
Min per ASCE 27.4.7 ---Level 1 6.27 ------9.925.40' -> 15.32'---South
Min per ASCE 27.4.7 ---Level 2 ----4.27 ---4.5315.32' -> 19.84'---East
Min per ASCE 27.4.7 ---Level 1 ----9.36 ---9.925.40' -> 15.32'---East
Min per ASCE 27.4.7 ---Level 2 ---4.27 ---4.5315.32' -> 19.84'---West
Min per ASCE 27.4.7 ---Level 1 ---9.36 ---9.925.40' -> 15.32'---West
Base Shear for Design Wind Load Cases North+YValues below are calculated based on a building with dimensions B x L x h as defined on the "General" tab.
Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)West +XIn "Y" Direction In "X" Direction Mt, (ft-k)
Case 1 ---South -9.58 ---North
Case 1 ---North 9.58 ---South
Case 1 ---West ----15.18East
Case 1 ---East ---15.18West
Case 2 +/- 42.6South-7.18 ---North
Case 2 +/- 42.6North7.18 ---South
Case 2 +/- 100.8West----11.39East
Case 2 +/- 100.8East---11.39West
Case 3 ---South & West -7.18 -11.39North & East
Case 3 ---South & East -7.18 11.39North & West
Case 3 ---North & East 7.18 11.39South & West
Case 3 ---North & West 7.18 -11.39South & East
Case 4 +/- 107.6South & West -5.39 -8.55North & East
Case 4 +/- 107.6South & East -5.39 8.55North & West
Case 4 +/- 107.6North & East 5.39 8.55South & West
Case 4 +/- 107.6North & West 5.39 -8.55South & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 23 OCT 2018, 10:50AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\3018-L~1\Enercalc\3018.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
Min per ASCE 27.4.7 ---South -9.13 ---North
Min per ASCE 27.4.7 ---North 9.13 ---South
Min per ASCE 27.4.7 ---West ----13.64East
Min per ASCE 27.4.7 ---East ---13.64West
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comLATERAL LOADINGStory/base shear and diaphragm forces rho (ρ)Client:JK MonarchWind (E-W loads)Wind (N-S loads)SeismicWIND0.6SdsSEISMIC0.71.3Project:3018-Renton-ChelanHstoryB (< N-S >)L (< E-W >)AlevelN-S loadsE-W loadsFpy (N-S)Fpx (E-W)0.932N-S loadsE-W loadsFpxy (both)Date:10/24/2018Roof59 35 2052Pw x B x L =2.71 4.842.71 4.84Cs x W = 8.16 8.16 8.16Revised: n.a.8.00Description:Wind/EQ DesignRoof-159 39.5 2249Pw x B x L =6.52 10.346.52 10.34Cs x W = 5.48 5.48 9.80Code: AWC-SDPWS-20159.00Roof-20 0 0Pw x B x L =0.00 0.000.00 0.00Cs x W = 0.00 0.00 0.000.00Base shear > Pw x B x L =9.23 15.18Cs x W = 13.64 13.64SummaryDesign base shear (ASD) >x 0.65.549.11kipsx ρ x 0.712.4112.41kipscheck:OKSHEARWALLSASD ASDDemandWIND SEISMIC Flexible Flexible Full height wall segments with A.R. <= 3.5:1Flexible Rigid Flexible RigidRoof N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 82.29ft (min.) 76543217.50 9070.81 3.2811.33 13.8332 0 130 0117.50 11450.81 4.1413.00 15.8328 0 144 0OK35 2052OK1.637.43E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 H2.29ft (min.) GFE4.00 790.20 0.2912.8315 0 22 0D24.75 9181.22 3.3216.0876 0 207 0CB25.50 9581.26 3.478.67145 0 400 0A4.75 970.23 0.3512.5019 0 28 0OK592052OK2.90 7.43Roof-1 N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 82.57ft (min.) 76543221.25 11702.92 5.8821.50 24.5063 0 128 0118.25 10792.62 6.547.83 16.17109 0 272 0OK39.5 2249OK5.5412.41E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 H2.57ft (min.) GFE4.00 1900.62 0.7112.8348 0 55 0D16.33 6052.94 4.665.58 6.08252 0 400 0C25.50 9943.14 3.4613.00241 0 266 0BA13.17 4602.42 3.5812.50 2.83 3.33130 0 192 0OK592249OK9.11 12.41
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comEDAssumed orientationE-W gridsC>BY +A0,0 1 2 3 4X + > N-S gridsTotal capacity (EQ) of line of SW's with individual segment capacities within the shearline with A.R.i > 2:1 reduced by the minimum of 2 Li/H per 2015 SDPWS 4.3.3.4.1 or 1.25-0.125H/Li per 2015 SDPWS4.3.4.2 for more than one wall and 1.25-0.125H/Li per 2015 SDPWS 4.3.4.2 for one wall onlyGovernsW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ6.084 8.892 11.465 14.975 22.931 34.285 W6 < EQ6.971 10.189 13.138 17.160 26.276 39.286 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ3.102 4.534 5.847 7.636 11.693 17.483 W6 < EQ3.888 5.683 7.328 9.571 14.655 21.912 W6 < EQ2.096 3.064 3.951 5.160 7.902 11.815 W3 < EQ3.023 4.418 5.696 7.440 11.393 17.034 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ11.123 16.256 20.962 27.379 41.924 62.684 W6 < EQ5.803 8.482 10.937 14.285 21.874 32.705 W4 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ3.102 4.534 5.847 7.636 11.693 17.483 W6 < EQ2.819 4.121 5.313 6.940 10.627 15.889 W3 < EQ3.143 4.594 5.924 7.738 11.848 17.715 W4 < EQ4.049 5.917 7.630 9.966 15.260 22.817 W6 < EQ
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comControlling 0.6D + 0.6W 0.6D + 0.7ρEHOLDOWNSFlexible Rigid Flexible Rigid MAX v hd shear Available resisting D WIND SEISMIC0.6WIND SEISMICRoofN-S loads Grid L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) (plf) W/E? uni. (plf) conc. (lbs) o/t T (lbs) o/t T (lbs)resist C (lbs) net o/t (lbs) net o/t (lbs)8.00876543211.33 13.8332 0 130 0 130 E436259 1044 1807 -1548 -763113.0015.832801440144E43622611502068-1842-918Grid L1 L2 L3 L4 L5 L6E-W loads HGFE12.8315 0 22 0 22 E152123 178 585 -462 -407D16.0876 0 207 0 207 E161606 1653 777 -171 876CB8.67145 0 400 0 400 E1611158 3199 419 739 2780 holdownA12.5019028028E152150225570-420-345Roof-1N-S loads Grid L1 L2 L3 L4 L5 L69.00876543221.50 24.5063 0 128 0 128 E574571 1150 4215 -3644 -306517.8316.1710902720272E181098324518778-7795-6327Grid L1 L2 L3 L4 L5 L6E-W loads HGFE12.8348 0 55 0 55 E292433 496 1122 -689 -626D5.58 6.08252 0 400 0 400 E4452266 3600 812 1454 2788 holdownC13.00241 0 266 0 266 E2162171 2394 842 1328 1552 holdownBA12.502.833.3313001920192E325116717281219-52510
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =234 351
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =0.932
- ρ =1.3
V 351 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 2.07 0.9908
L1 2.17 ft ho1 4.50 ft P2=ho1/L2=2.07 0.9908
L2 2.17 ft hb1 2.33 ft
Lwall 12.50 ft Lo1 8.16 ft
1. Hold-down forces: H = Vhwall/Lwall 225 lbf 6. Unit shear beside opening
81 plf
2. Unit shear above + below opening 81 plf
64 plf 351 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =524 lbf R1 = V1*L1 =176 lbf
R2 = V2*L2 =176 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =262 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =262 lbf R1-F1 =-86 lbf
R2-F2 =-86 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.08 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =4.08 ft vc1 = (R1-F1)/L1 =-40 plf
vc2 = (R2-F2)/L2 =-40 plf
Holdowns (overturning)
Twind =150 lbf
Tseismic =225 lbf
Holdowns (Dead resisting)
Uniform =152 plf
Conc. =0 lbf
Twind (net) =-420 lbf < (0.6D+0.6W)
Tseismic (net) =-221 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-139 364 225 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?225 -139 364 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-139 364 225 lbf
Req. Sheathing Capacity 82 plf < Seismic controls W6
Req. Strap Force 262 lbf < Seismic controls CS22 applied to one side of wall above and below window x 150 inches long
Req. HD Force (net)-221 lbf < Seismic controls NONE < Input holdown here
3018-Renton-Chelan
AWC-SDPWS-2015 10/24/2018
ELR
JK Monarch
Upper story - Grid A
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =1255 3467
- Apply Ωo per 12.3.3.3?Y
- Overstrength factor (Ωo) =2.5
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =1.2
- Sds =0.932
- ρ =1.3
V 3467 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 1.29 N/A
L1 2.58 ft ho1 3.33 ft P2=ho1/L2=1.29 N/A
L2 2.58 ft hb1 3.50 ft
Lwall 8.67 ft Lo1 3.51 ft
1. Hold-down forces: H = Vhwall/Lwall 3199 lbf 6. Unit shear beside opening
672 plf
2. Unit shear above + below opening 672 plf
685 plf 3467 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =2404 lbf R1 = V1*L1 =1733 lbf
R2 = V2*L2 =1733 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =1202 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =1202 lbf R1-F1 =531 lbf
R2-F2 =531 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =1.76 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =1.76 ft vc1 = (R1-F1)/L1 =206 plf
vc2 = (R2-F2)/L2 =206 plf
Holdowns (overturning)
Twind =1158 lbf
Tseismic =5126 lbf
Holdowns (Dead resisting)
Uniform =161 plf
Conc. =0 lbf
Twind (net) =739 lbf < (0.6D+0.6W)
Tseismic (net) =3616 lbf < (0.6-0.14Sds)D+0.7ΩoE/ρ
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?962 2237 3199 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?3199 962 2237 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?962 2237 3199 lbf
Req. Sheathing Capacity 672 plf < Seismic controls 2W3
Req. Strap Force 1202 lbf < Seismic controls CS22 applied to both sides of wall above and below window x 104.04 inches long
Req. HD Force (net)3616 lbf < Seismic controls MSTC66B3 < Input holdown here
Upper story - Grid B
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
3018-Renton-Chelan
AWC-SDPWS-2015 10/24/2018
ELR
JK Monarch
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =1218 3322
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =0.932
- ρ =1.3
V 3322 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 0.80 N/A
L1 5.00 ft ho1 4.00 ft P2=ho1/L2=1.30 N/A
L2 3.08 ft hb1 2.83 ft
Lwall 16.08 ft Lo1 8.00 ft
1. Hold-down forces: H = Vhwall/Lwall 1653 lbf 6. Unit shear beside opening
411 plf
2. Unit shear above + below opening 411 plf
413 plf 3322 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =3305 lbf R1 = V1*L1 =2056 lbf
R2 = V2*L2 =1266 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =2045 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =1260 lbf R1-F1 =10 lbf
R2-F2 =6 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.95 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.05 ft vc1 = (R1-F1)/L1 =2 plf
vc2 = (R2-F2)/L2 =2 plf
Holdowns (overturning)
Twind =606 lbf
Tseismic =1653 lbf
Holdowns (Dead resisting)
Uniform =161 plf
Conc. =0 lbf
Twind (net) =-171 lbf < (0.6D+0.6W)
Tseismic (net) =1045 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?8 1645 1653 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1653 8 1645 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?8 1645 1653 lbf
Req. Sheathing Capacity 411 plf < Seismic controls W3
Req. Strap Force 2045 lbf < Seismic controls CS14 applied to one side of wall above and below window x 192.96 inches long
Req. HD Force (net)1045 lbf < Seismic controls MSTC40 < Input holdown here
3018-Renton-Chelan
AWC-SDPWS-2015 10/24/2018
ELR
JK Monarch
Upper story - Grid D
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =197 286
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =0.932
- ρ =1.3
V 286 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 1.86 N/A
L1 2.42 ft ho1 4.50 ft P2=ho1/L2=1.86 N/A
L2 2.42 ft hb1 2.33 ft
Lwall 12.83 ft Lo1 7.99 ft
1. Hold-down forces: H = Vhwall/Lwall 178 lbf 6. Unit shear beside opening
59 plf
2. Unit shear above + below opening 59 plf
51 plf 286 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =407 lbf R1 = V1*L1 =143 lbf
R2 = V2*L2 =143 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =203 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =203 lbf R1-F1 =-61 lbf
R2-F2 =-61 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.00 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =4.00 ft vc1 = (R1-F1)/L1 =-25 plf
vc2 = (R2-F2)/L2 =-25 plf
Holdowns (overturning)
Twind =123 lbf
Tseismic =178 lbf
Holdowns (Dead resisting)
Uniform =152 plf
Conc. =0 lbf
Twind (net) =-462 lbf < (0.6D+0.6W)
Tseismic (net) =-280 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-88 266 178 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?178 -88 266 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-88 266 178 lbf
Req. Sheathing Capacity 59 plf < Seismic controls W6
Req. Strap Force 203 lbf < Seismic controls CS22 applied to one side of wall above and below window x 153.96 inches long
Req. HD Force (net)-280 lbf < Seismic controls NONE < Input holdown here
3018-Renton-Chelan
AWC-SDPWS-2015 10/24/2018
ELR
JK Monarch
Upper story - Grid E
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =1621 2400
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =0.932
- ρ =1.3
V 2400 lbf Seismic controls Opening 1 Adj. Factor
hwall 9.00 ft ha1 1.00 ft P1=ho1/L1= 2.92 0.8854
L1 2.17 ft ho1 6.33 ft P2=ho1/L2=2.92 0.8854
L2 2.17 ft hb1 1.67 ft
Lwall 12.50 ft Lo1 8.16 ft
1. Hold-down forces: H = Vhwall/Lwall 1728 lbf 6. Unit shear beside opening
553 plf
2. Unit shear above + below opening 553 plf
647 plf 2400 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =5282 lbf R1 = V1*L1 =1200 lbf
R2 = V2*L2 =1200 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =2641 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =2641 lbf R1-F1 =-1441 lbf
R2-F2 =-1441 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.08 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =4.08 ft vc1 = (R1-F1)/L1 =-664 plf
vc2 = (R2-F2)/L2 =-664 plf
Holdowns (overturning)
Twind =1167 lbf
Tseismic =1728 lbf
Holdowns (Dead resisting)
Uniform =325 plf
Conc. =0 lbf
Twind (net) =-52 lbf < (0.6D+0.6W)
Tseismic (net) =775 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-1773 3501 1728 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1728 -1773 3501 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-1773 3501 1728 lbf
Req. Sheathing Capacity 625 plf < Seismic controls 2W3
Req. Strap Force 2641 lbf < Seismic controls CS18 applied to both sides of wall above and below window x 150 inches long
Req. HD Force (net)775 lbf < Seismic controls STHD14RJ < Input holdown here
3018-Renton-Chelan
AWC-SDPWS-2015 10/24/2018
ELR
JK Monarch
Lower story - Grid A
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =617 707
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =0.932
- ρ =1.3
V 707 lbf Seismic controls Opening 1 Adj. Factor
hwall 9.00 ft ha1 1.00 ft P1=ho1/L1= 2.07 0.9917
L1 2.42 ft ho1 5.00 ft P2=ho1/L2=2.07 0.9917
L2 2.42 ft hb1 3.00 ft
Lwall 12.83 ft Lo1 7.99 ft
1. Hold-down forces: H = Vhwall/Lwall 496 lbf 6. Unit shear beside opening
146 plf
2. Unit shear above + below opening 146 plf
124 plf 707 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =991 lbf R1 = V1*L1 =354 lbf
R2 = V2*L2 =354 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =495 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =495 lbf R1-F1 =-142 lbf
R2-F2 =-142 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.00 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =4.00 ft vc1 = (R1-F1)/L1 =-59 plf
vc2 = (R2-F2)/L2 =-59 plf
Holdowns (overturning)
Twind =433 lbf
Tseismic =496 lbf
Holdowns (Dead resisting)
Uniform =292 plf
Conc. =0 lbf
Twind (net) =-689 lbf < (0.6D+0.6W)
Tseismic (net) =-382 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-234 731 496 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?496 -234 731 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-234 731 496 lbf
Req. Sheathing Capacity 147 plf < Seismic controls W6
Req. Strap Force 495 lbf < Seismic controls CS22 applied to one side of wall above and below window x 153.96 inches long
Req. HD Force (net)-382 lbf < Seismic controls NONE < Input holdown here
3018-Renton-Chelan
AWC-SDPWS-2015 10/24/2018
ELR
JK Monarch
Lower story - Grid E
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary